I have a series of wood trusses terminating on the interior of the building which have some very tall heels (13'+)
There is no shear transfer by design here - although some might occur in reality.
I'm leaning towards sheathing this section full height, but am wondering if that might be overkill...
I'm sure many of you who work in residential see this type of connection often.
The other variation is where the web is packed out with 2x and the joist/floor truss bucket is attached to it.
My question: When trusses come in to one side only, the torsion can get pretty high, especially on...
I've got a condition where I have to terminate flat roof wood trusses into a face of a parapeting (can I say that?) wall.
The bonus here is that the roof slopes, so in order to keep the sheathing flush with the top chords, I'm showing the trusses installed on an incline.
I've been mulling over...
Per attached section - I've got a post that's bearing down with the edge flush with a cold joint between existing and add-on footing. All of Simpsons post bases call for a minimum of 2" of clearance, and I don't think they would extend their warranty in the given situation. To make matters...
I had a contractor cut off hooks which were vertically restraining a flood proof slab - and of course everything got poured before I had time to digest. Now, it just so happens that I've got just about 12" of embedment of said vertical hooks into the slab. Going thru ACI it looks like we can...
I've got a job where a client (a contractor) wishes to move forward with a project faster than I would be able to accommodate them. A substantial portion of said project has already been built, but there are numerous deviations from design drawings which were never run by me, and which need to...
I've got condition where I need to support an existing 3-ply 2x8 beam on both sides with hangers - however, the hangers must be spaced such that they can attach to beam clips on an existing WF beam up above, requiring several plies of blocking. (see attached image) The loads overall are not...
ASCE released a 'Supplement 2' for 7-22 middle of last year, and it flew completely under my radar. The changes to flood design are huge - as we're now looking at 500 year floods vs 100. I'm practicing in Florida, and we just adopted 7-22 last year. I was only starting to get comfortable with my...
Can somebody fill me in as to why, at least for residential buildings with wood roofs, continuous load paths from the roof sheathing to the walls are almost always ignored?
It's also interesting that the section of the IBC that specifies some typical examples of continuous load...
1.5B has been my go-to metal deck for commercial projects for as long as I can remember. I've now got a client requesting to use a 3/4" corrugated deck on a small commercial kitchen addition.
I've found several manufacturers online, as well as the load ratings (which comply) - however, this deck...
I've got a design where MEP is requiring (3) penetrations through an exterior bearing wall (on first floor of a three story building). Construction is hollowcore over reinforced CMU capped with concrete tie-beam - except where these penetrations occur, the TB depth must be reduced to 8". Between...
I have an odd condition on a building I'm repairing that requires us to raise the exterior walls by 3".
Ideally, I'm looking to do this by adding (2) additional plates on top of an existing p.t. plate (over a conc beam - see attached snip)
However, because this is an exterior wall, I'm...
Hi all. Is it legitimate to argue that concrete cover be reduced if the exterior edge of said concrete will be in permanent contact w/ a p.t. flashing nailer permanently secured to concrete w/ embed bolts? Thanks in advance.
Sorry if this seems like a repost, but my original post over the the weekend seemed quickly disappear down the threads.
When using an embed plate, specifically in a face of a concrete beam, how much do the studs impact the shear capacity of the beam?
I can't find any guidance, or even research...
I'm trying to figure out an unsavory detail where I have a rather large embed plate located in a face of a concrete beam immediately adjacent to top-embedded anchor bolt. The drawing is to scale (3/4" headed studs on 5/8" plate, 7-5/8"X26"D concrete beams, and 1" dia, anchor bolt with dbl nut...
Apparently ready mix suppliers are having trouble getting slag and flyash around my parts.
My contractor is asking me if it's ok to omit slag from augercast pile grout mix.
I couldn't find anything in ACI that specifically requires it, or prohibits omission.
Assuming the design strength is...
How do you all connect your roof diaphragms when you have encounter tall truss heels?
Around my parts, on existing construction, I rarely if ever see any means to transfer roof diaphragm loads to shear walls below - residential jobs are notorious. I've come to accept that trusses sheathed on top...
I've got an HSS i've got to connect to an embed at the face of the building. I'd really like to limit moment as much as possible, and am thinking of using a single bolt, 2-tab/double shear connection. Does anybody know if I'm going to run afoul with AISC here? gravity load is not particularly...
Hi all. I'm working on repairing an old exterior wood stair, and am struggling to come up with a proper way to resolve the 250 lb @ 42" lateral loads at the guard posts.
The stringers are 2X12 - with the treads cut in, they are 5" deep in cross section, so there isn't much of a couple that can...
